·· . . .
FOUNDATION INVESTIGATION
PROPOSEO PLAN7QUARANTINE STATION
HONOLULU, OAHU, HAWAII
FOR T~K
STATE OF HAWAII 2.-1- teD~~ 34i)..7 CrP
NO. 3014-022-11
I I I I I I I I I I I I I I I I I I I
ATLANTA NEW YORK
CHICAGO PORTLAND
DENVER SALT LAKE CITY
HONOLULU SAN FRANCISCO
HOUSTON SEATTLE
LOS ANGELES
EA~TH SCIENCES CONSU.LT.ING ENGINEERS IN·THE-~f'.PLIED EARTH SCIENCES
L~NDON 1 ENGLAND SYDNEY, AUSTRALIA
MADRID, SPAIN TEHRAN, IRAN
TORONTO. CANADA
287S SOUTH KIN.G STREET· HONOLULU,·HAWAII 96814, (SOB) 946-14·ss CABLE: "DAMEMORE TELEX: 6-3276
PARTNER: DAVID C. LIU
ASSOCIATE: .JAMES R. SWAISGOOD
CHIEF ENGINEER: HOWARD A. SCHIRMER
W i I s on , 0 k'a mot o & As soc i ate s , I n c • 1150 South King Street Suite 800 Honolulu, Hawaii 96814
Attention: ~4 r • A I v i n Z a n e
Gentlemen:
July 25, 1969
S i x cop i e s of o u r report , " F o u n d at i on . I n vest i -gatton, Proposed Plant Quarantine Station, Honolulu, Oahu, Hawaii, for the State of Hawaii," are herewith submitted.
The scope of our work was defined in discussions ·~ith Mr. Alvin Zane. Mr. Zahe provided us with a Plo~ Plan of the proposed construction and copies of boring logs from the nearby irradiation bui I ding. The results of our investigation were discussed with M~. Zane prior to submitting our for~al recommendations.
The proposed bui I ding can be supported on shallow spread footings. However, relatively large settlement wou~d be anticipated unless the are~ is surcharged pfior to con~
· s "tru.ct ion.
11 you hava any questions regarding thi~ repor~, please contact us for clarification. ·
.•
J RS RJ ~i j ms
Yours very t~uly,
DAMES & MOORE
· ... R.s ~_____/ ·-~R. Swa~~ ·
•
I I I
II I I I I I· I I I I I I I I I I
FOUNDATION INVESTIGATION
PROPOSED PLANT QUARANTINE SIATION
HONOLULU, OAHU, HAWAII
FOR
STATE OF HAWAII
INTRODUCTION
Presented in this report are the results of our foun-
dation inveitigation for the proposed structure to be located
at the Plant and Animal Quarantine Station off of llalo Street.
~he geographical location of the site is shown on Plate 1, Map
of Area. The location of the proposed structure is shown rela-
tive to the intersection of I lalo St~eet and Coral Street on
Plate 2, Plot Plan.
We understand that the site is to be deve_loped ._for
a new plant quarantine station. The site is approximately 250
by 300 feet in plan dimensions. The existing kennels and other
smal I structures wi I I be removed from the site. The proposed
building will be a one-story structure and 'tlill impose rela-
t i v e I y · I i g h t I o a d s • P a r k i_ n g a rea s a n d r e I ate d fa c i I i t i e s w i I I
be constructed in conjunction with the proposed building.
Final grades wi II be generally higher than the existing ground
surface to facilitate drainage.
The purpose of our investigation was to explore and
I I I I I I I I I I I I I I I I I I I
- 2 -
define the subsurface· conditions and to develop foundation
design recommendations. Specifically, this report discusses
our opinions and recommendations on the following:
1) Subsurface conditions at the proposed site;
2) Earthwork recommendations;
3) Most appropriate type of foundation to fit the
subsurface conditions;
4) Bearing·pressures· an~ estimated settlements;
5) Foundation and .earthwork construction problems
which might occur and methods of overcoming these
problems;
6) Pavement design.
The investigation wa~ performed by dri I ling three
test borings at the .locations shown on the Plot Plan. The
borings range in depth from approximately 27 feet to 65 fee~.
The results of our field exploration were supplemented with
information retained in our files from other projects in the
general area.
Oetai led descriptions of the field exploratl'on and
laboratory testing are presented In the Appendix of this re
port.
SITE CONDITIONS
Two rows of closely ~paced kennels presently occupy
the site of the proposed building. Several groups of lar'ge
I I I I I I I I I I I I I I I I I I I
- 3 .;..
trees exist in the structural area. A recently constructed fi I I
for the existing irradiation building extends slightly into
the northern side of the proposed bui I ding area at about ele
vation 6 f~et. The rest of the proposed building area is flat
at about elevation 4 feet.
The upper 7 to 10 feet of sol I is an older coral sand
and gravel fi II. The fi II is loose to moderately dense. Ex
cept for a tense of black sand encountered at depth in Borfng
2, the natural soi Is underlying the fi II are coral sands and
si Its. mixed intermittently with coral gravel; The area was
orJglnally a marshland, and these natural soils vary laterally
a n d h o r i z on t a I I y f rom mode rate I y de n s e to v e r y I o o s e a n d com
pressible. The loose soi Is are·u~derlain by cemented sand and
gravel rock at depths on tha order of 60 feet.
The ground water table is very near to sea level.
Surface drainage in the flat terrain is presently faci I itated
by p~mping runoff water from concrete catch basins.
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Settle~ent is of primary concern because the subsut~
fa<;:e soil"s are heterogeneous with considerable thicknesses of
com p res s i b I e mate r i a I . T h e p r o posed b u i I d i n g can be sat i s
factori ly supported .on shallow footings provided certain pre
cautions are taken to minimize the settlement problem. N"o
I I I I I I I I I I I I I I I I I I I
I
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major construction problems are anticipated.
EARTHWORK
fhe site should be graded to drain during construction
in order to avoid muddy conditions in the flat terrain.
Judging from estimat~d existing surface elevations,
a maximum of 5 feet of new fi II wi II be placed over the old
surface fi I I to raise th€ site grades to the planned elevations
of 71 feet in the parking a~~a and approximately 9 feet in the
bui ld.ing area. Because the existing surface fi II or crust is
of miscellaneous materials with extensive tree roots in some
areas, we recommend the entire site be proof-rolled after exist-
ihg structures have been removed ahd the trees have been grubbed
from the area. The proof-rolling shou.ld be done with a pneu
matic roller weighing at least 40 tons. All soft materials that
yield under the roller should be excavated and replaced with
clean granular fi I I. The existing surface should then be scari~
fled to a depth of 8 inches and recompacted before any new fi I I
_ i s p 1 aced . T h e new f i I I s h o u I d b e p I aced i n I ayers 6 ·to 8
inches thick and compacted to 90 percent of the maximum den-
sity*.
*AI I maximum densities in this report refer to the maximum dry density as determined by the modified AASHO CT~180).
•
I I I I I I I I I I I I I I I I I I I
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FOUNDATION CONSTRUCTION
We belisve tha~ by uti I izing a surcharge programJ as
described below, the proposed bui ldlng cah be satisfactorily
supported on shallow spread footi"ngs. Column and wall fo.otings
should be designed for a maximum al towable bearing pressure of
1200 pounds per square foot. The wa II footings shou I d have a
minimum width of 18 inches. The bottoms of the footings should
be at least 18 inches below the surrounding grade.
'II e r e com me n d t h at t h e tot a I. I o a d .ex e r t e d o n t h e f I o o r
slab be limited to 500 pounds per square foot. The floor should
be consttucted of concrete with reinforcement at both the top
anq the bottom of the slab. We recommend that the slab be at
least 6 inches thick with rigid connections to the foundation~
A fbut-inch thick layer of g~anular material should be placed
between the slab and the general fi I I to serve as a moisture
break.
'Uti I ity lines should be constructed with flexible
joints where they enter the bui I ding.
ESTIMATED SETTLEMENTS AND RECOMMENDED SURCHARGE PROGRAM
Be c a u s e o f t h e C: om p r e s s i b I e s. u b so i I s u n d e r t h e ex i s t
ing surface fi I I, excessive settlements would occu~ under the
structure if the bui I ding were constructed immediately after
the site is.raised to final grade. Based on an analysis of
I .I
I I I I I I I I I I I I I I I I I
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field and laboratory data, we estimate that as much as 15 inches
of settlement could occur. For this reason, we recommend that
the structural area be brought to grade a~d surcharged for a
period of time prior to construct·ion. By surcharging the area
according to the recommendations in the following paragraphs, we
estimate that the total settlement can be reduced to 2 or 3
inches. Differential settlements can be expected to be less
than one inch.
Based on the anticipated structural loads, we r~-
commend that the minimum height of the surcharge should be four
feet above the final grade. The ful I height of the surcharge
should extend five feet outside the perimeter of the bui I ding
area including that portion of the dock that is directly _
connected to the ·floor slab. The extended surcharged area is
recommended to prevent downdrag on the bui I ding and the loading
dock by differential settlement between the structural area and
the parktng area. The surcharge should not be closer than 20
feet from the existing irradiation bul lding. The recommended
surcharge area is delineated on the Plot Plan.
The fil 1 that wi I I be used to raise the grade in the
parkin~ lot can be uti I ized temporarily_ as surcharge material
in the building area. We estimate this fi I I wit I be sufficient
to provide approximately two feet of surcharge. The surcharge .
can probably be raised an additional two feet if existing ~i 11
I I I
II I I I I I· I I I I I I I I I I·
7
is borrowed from the vicinity of the planned parking lot Imme
diately northeast of the proposed bui I ding: The borrow area
shou I d be scraped to a I eve I surface to fac iIi tate the construe-
tion of homogeneous fi II when the material is returned to the
parking area.
Our experience in this area indicates that approxl~
mately 90 percent of the total settlement can be expected to occu
within one to three months after the loads are applied. Were
commend that settlement gages be installed in the surcharge fi II
to provide accurate indication of the rate and amount of settle
ment. These gages should extend through the surcharge to the
original ground surface. A qualified soils engineer should de
sign the observation program and interpret the results.
The weight of the ~ew fi I I placed in th~ parking area
will produce settlement of any existing utility lines. In addi-
tion, the surcharge and structural loads imposed on the general
area may cause slight settlement under the existing irradiation
bui I ding. It should be pointed out that a~ditional settlement
could occur under the proposed new structure if future fi I I con-
structi9n is undertaken in adjacent areas.
PAVING.
It Is assumed that traffic over the paved parking
faci I ities and driveways wi I I be moderate with occasional heavy
I I I I I I I I I I I I I I I I_
I I I
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truckloads. Provided the pavements are constructed over com-
pacted fi II as described under earthwork, rt is considered that
a 6-inch select base course under a 2-inch asphalt layer wi I I
support the moderate traffic loads with minimal maintenance.
Paving should be delayed as long as possible to allow the new
fill to settle.
- oOo -
The following Plates and Appendix are attached and
complete this report:
Plate Map of Area
Plate 2 Plot Plan
Appendix Field Exploration and
Laboratory Testing
Respectfully submitted,
DAMES & MOORE
;>? es 7 James R. Swaisgood
/
J RS RJV./ j ms
THIS WORK WAS PREPARED BY ' . ME OR UNDER MY SUPERViSION.
;:y· R;..#:L
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REFERENCE: U.S.G.S. HONOLULU, HAWAII QUADRANGLE, DATED: 1959
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PLATE 2 ----. ----- -- -·-·-·~----~~-..-----~~=
I I I I I I I I I I I I I I I I I I I
APP&:NDIX
FIELD EXPLORATION AND LABORATORY TESTING
FIELD EXPLORATION
Three borings were dri lied at the locations shown on
the Plot Plan to explore the subsufface conditions at the site.
Boring 3 was dri lied slightly outside the bui I ding perimeter
because existing structures_prevented access to the planned lo
cations at the south end of the structural area. The dri I I ing
w~s accomplished with truck~mounted rotary dri I ling eqJipment.
The borings were logged by one of our engineers at the site.
Repre~entafive samples were ext~acted from the boring~ for
classification and laboratory testing. The samples were ob
tained using a Dames & Moore Type U sampler i I Justrated on Ex
hibit A-1. Description~ of the subsurface mat~rials encoun
tered are presented graphic~lly on the Log of Borings, Plates
A-lA through A-lC of this appendix. The materials encounte~ed
at the site were classified Jn accordance with the Unified Soil
Classification System shown on Plate A-2.
LABORATORY TESTING
Direct shear tests were performed on selected samples
to determine the strength cha~acteristics 6f the .~ubsurface
maferials at the site. The method of performing this strength
test is described on Exhibit A-2. The results of the strength
tests are I i sted be t"ow.
r •·· .1~- :-:· ,• ~- .~· ·• ~._ -· .. n,r.. ;_ •• • · · · · •-.•: ··.;.
I I I I I I I I I I I 1-I I I I I I I
Bert ng No.
2
2
3
3
A
- A-2 -
Depth ·Normal Pressure Peak (Ft. ) PSF
H 300
H 150
2! 250
2! 500
6! 1000
6! 500
consolidation test was performed on
Shearing Strength PSF
640
420
480
790
1300
610
a sample o.f
compressible material from Boring 2 to determine settlement cha-
racteristics. The method of performing this test is described
in Exhibit A-3. A plotted curve representing the consolidation
test data is presented on Plate A-3, Consolidation Test Data.
Moisture and density determ~nations were made on most
sa~ples to correlate vertical arid horizontal variations in en-
gineering characteristics of the subsoi Is. The results of these
tests are presented on the Lpg of Borings ..
- oOo -
!!:DAMES B MIOOAE ·
I I - A-3 -
I The following Exhibits and Plates are attached and
complete this Appendix:
I Exhibit A-1 Sol I Sampler Type U
Exhibit A-2 Method of Performing Direct
I Shear and Friction Tests
I Exhibit A-3 Method of Perfoming Conso-
lidation Tests
I Plate A-lA Log of Borings 1 Boring
Plate A-lB Log of Borings~ Boring 2
I Plate A-'1C Log of Borings, Boring 3
I Plate A-2 - Unified Soi I Classification
System
I Plate A-3 .Consolidation Test Data.
I I I ..
. . ··
I ... -
1-I I I I
I I I I I I I I I I I I I I I I I I I
-$ I
It'\ -0\ • ~ ..::t
W.ATER OUTLETS
H
NOTE: "H-EAD EXTENSION" CAN
BE INTRODUCED BETWEEN "HEAD" AND "SPLIT BARREL"
S.PLIT BARREL (TO FACILITATE REMOVAL
OF CORE SAMPLE)
EXHIBIT A-1
SOIL SAMPLER TYPE U
FOR SOILS DIFFICULT TO RETAIN IN SAMPLER
CHECK VALVES
VALVE CAGE
CORE-RETAINER . RINGS .
(2-112" 0.0. BY 1" LONG)
CORE-RETAINING 1it>~----· .. DEVICE
RETAINER RING RETAINER PLATES
(INTER.CHANGEABLE WITH OTHER TYPES)
ALTERNATE ATTACHMENTS
CORE-RETAINING DEVICE
DAMES 8 MOORE
I I I I I I I I I I I I I I I I -
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EXHIBIT A-2
M ETHOQ OF PERFORMING DIRECT SH:EAR AND FR_ICTIO:N T E_STS
DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE
THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS
ARE PERFORMED TO DETERMINE THE FRICTIONAL RE
SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE-
RIALS SUCH AS WOOD, STEEL, OR CONCRETE. THE TESTS
ARE PERFORMED IN THE LABORATORY TO SIMULATE
ANTICIPATED FIELD CONDITIONS.
EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS,
TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH
IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS
ARE TESTED IN RINGS TAKEN FROM THE SAMPLING
DIRECT SHEAR TESTING & RECORDING APPARATUS
DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON-
STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED.
DIRECT SHEAR TESTS
A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES
SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER
FORMED, IS APPLIED NORMAL to THE ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARING
FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR
TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THI;: OUTER RINGS IS PREVENTED.
THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A
CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE
FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND
TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL
IS DETERMINED FROM THE RESULTING LOAD-DEFLECTION CURVES.
FR_ICTION TESTS
IN ORDER TO DETERMINE tHE FRICTIONAL RESISTANCE BETWEEN SOIL. AND THE SURFACES OF VARIOUS
MATERIALS, THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK OF THE
MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT
SHEAR TEST BY FORCING THE DISK OF MATERIAL FROM THE SOIL SURFACES •
APPLIED EARTH SCIENCES
I I I I I I I I I I I I I I I -· w
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EXHIBIT A-3
METHOQ OF PERFORMING CONSOLIDATION TESTS
CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUB]'ECTED
TO INCREASED LOADS. TIME-CONSOLIDATION AND PRESSURE;.CONSOLIDATION CURVES MAY BE PLOT-
TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES
PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE
TESTED SOILS UNDER APPLIED LOADS.
EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE-
HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS-
TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS
TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES
WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN
CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO
PREDETERMINED CONDITIONS AND TESTED.
IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALi. Y
BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE
ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW
DEAD LOAD-PNEUMAtIC CON SOL I DO METER
DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS
MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH
LOAD INCREMENT IS APPLIED. EAC}l LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN-
CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING
CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO
ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE
FIELD.
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15~~~.....;,--4 ~::::~:: :::~::::: :::::::.;:: :o:t:::::: :::::::.:: ~~nmf. ::~::?::: l~f~Ef: ~==~=== 20-:::::::.;::
~~11~ ::'::::..::: :ji:«:l'r. l::gHlil ~:!o::ii:: :::~::?-!:
25- :!'!::::r:: :P:::.II'::: ••• ·~· •!.• ••
GP
SM
DESCRIPTION
BROWN CORAL SAND~ -SILT ~ riLL
liGHT BROWN CORAL SAND .WITH SOME CORAL G~AVEL ~ FILL (MEDIU~ DENSE) .
GRAY FINE CORAL SAND WITH OCCASIONAL '. CORAL ~kAGM£NTS -·FilE. (LOOSE)
GRAY CORAL GRAVEL WITH SOME CORAL SAN_D • FILL (DENSE)
GRAY SILTY CORAL-SAND WITH SOME CORAL GRAVEL (t.cOOSE)
WHITE c6RAL FRAGMENTS (MODERATELY DENSE)
GRAY SILTY CORAL SAND (LOOSE)
BoRING COMPLETED ATZ7.i FEET ON 6-25~~9
LOG OF BORINGS
~- DEPTH AT WHIC~ UNDISTURBED SAMPLE WAS TAKEN ~ -·bEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN q- DEP~H AT WHICH SAMPLE WAS LOST DURING EXTRACTION I ~ DEPTH ~NO LENG~~ OF CORE RUN DRIVING ENERGY - 300-LB WE I GHT DROPPING 30 INCHES
". DA_M_III& 8. &WOOAiiil
PLATE· A-I A
, § > I -(D
BORING 2 ·EsTiMATED SURFACE ELEV. 4.,~n:ET (MSL)
~ ·.:.:..
_ · . · · · . BLows/FT or-1 SAMPLERl. · ~SAMPLEs . .•. ·. DRY DENSITY I_ N PCF . . . DEPTH IN F'EET ..
. Mq.t :?TV~~;_:C!;)NT:EI\IT: I t..J ;% ,: -_ - . . . SYMBOL ·
TYPE OF' CORE AND . · · , ·. LETTER · PERCENT RECOVERY , ,11 . I . [ r . DESCR, PTI o•
. I I I I I '" IJ jjlil GM _I BROWN sILT AND CORAL GRAVEL - Fl LL ( j
. : ~
,.·.; -.'
.. . , ... ,
/
..
12 I 82 I II
48 I 77 I 33
39 r '82
37 83
··?·'
p
:_j:{;i·
/1 . . ··~;1
/r·:,.
< · ··-·_._ I ·. I 51 I ?74 1·{,,
I · I I .. 1 - I
5a 177! ;t~_ ··. ·:
I 44 I 781 II I
liGHT BROWN FINE TO COARSE CORAL SAND WITH SOME CORAL GRAVEL f~FJL( (LOOSE) . I I SM~~H~-B~~wN CORAL
1 SAN.D_ AND Slt.T-r .. t:Lv{t.:oosE)·.::
· ~,.,.,,.., - - Afe:R···t·EVEL AT 42 FEET ON 6-25-69 ' """"'· ~p ·~GRAY-BROWN. FINE CORAL SAND - FILL (LOOSE TO
I
15
2
~==~==I GP ::==:::~: =~~:=A< t'-..r: 0 7<;
MODERATELY DENSE) . . .
GRAY LARGE CORAL FRAGMENtS AND PARTIALLY CEMENTED SAND- FILL (MODERATELY DENSE) .
Ml IGRAY SANDY SILT WITH SOME CORAL rRAGMENTS (VERY LOOSE)
25~MHHI s~ IGRAY-slt.iv_coRAL sAND (v~RY LoosE)···
3
35
4
4
... G~AbiN~ ~ITH .SOME SHEE(~ AND C6RAL FRAGMENTS_ .
. ·." . '
GRAY F'iNE JAND WITH.OCtASIONAL;SHELLS (~oOsE) SP ' . . . .
•• , •• 'I C'\.1 • •-.•: .;:JYV ••• 0. .
II• "• • ..... . ~-, .. ..... :.: ·-I!·~ ••• 0!' . ..
-· -·._.
·:/. ·--::i
;·,·.·.;:'
B~AC~ F'INi TO COARSt ~ARTIALLY CEMENTED SAND WITH -- SH~-~~'IRAGMENTS AND POCKETS Of' S I L i (LOO~E):~:~:~=-·,,. -·
: .. ~ ... _..~_.:..,'"":·:::·; -~;· . . ' . . .
~--------·--~~~·~-----__ ,_·. __ :.'."';""._..!__~_.;.___;_~ ·~---···..:~---·- -88 I 52 5 5° Hjj'jj,l ML I BLACK SANDY s 1 LT (~o-~~L7 "-·...:.---.,..·~·--h-·~
1,1:-'-c--.:.--..:.1--'---''"
70 I 61 I 32
15 I 98 I 26 r 0 G')
100 3""
0 .. ,
" , if m lil 0 : ::0 i -g t5 , en m
5
6
GRADING. TO:'ST I F'F'.
.. GRADING DARK BROWN
,.
j·'.!.!.t.!.!j ·· I BLACK ME:D 1 UM i-o coARSE .sAND ( MODERATEL v DENSE) SP . . . .
LIGHT-BROWN CEMENTED CORAL SAND AND GRAVEL(HARD)
80R I NG COMPLETED AT 65-& f'~ET ON 6-23-6'9
NOTES:
R -DEPTH AT WHICH U~D1STURBED SAMPLE WAS TA~EN J8l - DEPTH AT WHICH D I $TURBED SAMPLE WAS TAKEN 0 ... rDe::~TI:ti AT WHICH SAMPLE WAS LOST
0RIVING'[NERGV- ''300-LB WEIGHT DROPPING 30 INCHES P ~:SAMPLER.PUSHED INTO THE SOIL (~tSTON SAMPLER)
~ ... ~
,, .. :-.~ .. ,>.~c.·-·-""·4.o~-..-~· ~-~'---~-=----,.:_,,_,-.. ,~~----. "'--------..:....,..,_•---"~---....'~-"-n·.<lO-u,;"'' ... ;.,,. .... ~;.iO::. .... C.:~wO:-~·-·~--L I ' BY LJC.. OAT~ 7·8-<9 . . .· . . . . ' - REVI~;ONS . - : ' ... ·· • ' ; '
-~ .. ·,_ : . .< .CHECKED BY lf?f&< fiLE 3t>~4-ot.z -BY; • -DATE-_ . _,._ ... ' I --· .- . ; .· . . ·. -~ . - . . -.-·.· -_ -. ., : : -~< . - .. ·· -- .. t·
.......
" ~ .--=-=-=-====-=--======--=-==-=--==-==----------~=---------------------------=---=--=--=-=--=-=--~--=-----------~
--~ -~ i
I ~-
.. lr t ~ ~ I
!;g ')> -t
j~'~'~
I~ l j •
'
r 0 G)
0 ..., a , I aJ : .o tD ::0 I -g z
G) I (J) I
''.'··'' ,;'··":BORING 3 EsT I MATE:D SURFACE [LEV. ~ FEET (MSl)
DRY DENSITY IN PCF . DEPTH IN FEET :..:·
MOISTURE CONTENT IN% SYMBOL
BLows/FT oN SAMPLER l-__ ~ SAMPLES
PERCENT RECOVERY . I ll . II I DESCRIPTION
TYPE or CoRE AND. LETTER
.. ,,,,
r -, 1 1 JIIHrl ML' BROWN SANDY 51 LT - fl LL
I 4 I 89 I 28 ~
41 84 23 ~
' I; . . . I
_-,8u I I -- I ··1 .
43 173 I -~- b
·1 ••.
.. ·i.-:;
~-/~:/.· BROWN CORAL SAND WITH CORAL FRAGMENTS AND SOME ,;:.-.:;.~~: ~ SILT - fILL (MODERATELY DENSE) . •· .... .:.· 4 t~·.:L!~.: ~ .......
:;:~ .... : ... :::::~:•: 5-1 ..... ;: ... :::::.:j:
1?\i~ ····1~1!
:I': X
;m1~~
SP~GR,c\Y fl NE CORAL SAND WITH LENSES Of LARGE Cc;>RAL • _ FRAGMENTS "' f(LL (LOOSE TO MODERATELY DEN~E)
GP ""WATER LEVEL AT 4 FtEt ON 6-25-69
GRAY sANDY SILT (vERY LoosE)
I 0 -111111 II Ml
15-
GRAY CORAL G~AVEL SAND SILT MIXTURE (LOOSE) GM. I --
GRADING WITH LESS GRAVEL •. {.·t
.. ~ {
BORING COMPLETED AT 32-k FEET ON 6-24-69
.·_, ....
-···· ··-~· ~-~ -··~ --~ .... ... :.---~·..:--- ., ... __ . ..,_ ____ ....:.-·..:.-~ .. .:-... ;., .. ·--- ·------~ ~- ---- ... - -- .· .... - --· .~·-· ......... .:._ ·-=-· -·
,.¥_,_
:
-il..
NoTEs:
' .. :;
II -DEPTH AT 11/HICH UNDISTURBED SAMPLE WAS TAKEN.
f8- DEPTH AT WHICH DISTURE1ED SAMPLE WAS TAKEN.
Q • DEPTH A.T WHICH SAMPLE WAS LOST
I -DEPTH AND LENGTH Of CORING RUN
DRIVING ENERGY.,. J00-LB WEIGHT DROPPING 301NCHES.
P- SAMPLER PUSHED INTO _THE SOIL.
... __ ...,,...,., ............ ____ -=-=-===-.... ==--~W.':~·a. .. '!1:.:=-----"""
·I
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
COARSE
GRAINED
SOILS
MORE THAN ~0 % Of MATERIAL IS
.LARGER THAN NO.
200 SIEVE SIZE
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN
OF COARSE
TION ~
ON NO. 4 ·SIEVE
SAND
AND
SANDY
SOILS
CLEAN
(LI TTL£ OR NO
FINES)
WITH
QF FINES)
CLEAN (LITTLE OR NO
FINES
MORE THAN 00% I SANDS WITH OF COARSE F'RAC· (.O.PPREC
TION ~ OF
NO. SIEVE
DESCRIPTIONS
WELL- GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES
GP POORLY- GRADED GRAVEl 5, GRAVEL-
SAND MIXTURES, LITTLE OR NO FINES
SILTY GRAVELS, GR'AVEL- SAND-
GM SILT MIXTURES
GC CLAYEY GRAVELS, GRAYEL·SANO·
CLAY MIXTURES
sw WELL- GRADED SANDS, GRAVELLY
SANDS, L I TTL£ OR NO FINES
SP POORLY- GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SM SILTY SANDS, SAND·SILT MIXTURES
sc CLAYEY SANDS, SAND~CLAY MIXTURES
GRADATION CHART
PARTICLE SIZE
MATERIAL SIZE LOWER LIMIT UPPER LIMIT
t.'ILLIMETERS SIEVE SIZE* MILLIMeTERS SIEVE SIZE*
SAND
FINE .074 ttzoo• 0.42 lt40•
MEDIUM 042 tt40• 2.CO tt:IO * COARSE 2.00 #IO• 4.76 lt4.
GRAVEL Flt.IE 4.76 lt4. 19.1 3/4".
COARSE 19.1 3/4"• 76.2 3".
COBBLES 76.2 3" • 304.8 12.
BOtJLOERS 304.8 12. 914.4 36"
*U.S. STANDARD • CLEAR SQUARE OPENINGS
PLASTICITY CHART LIQUID LIMIT
ML I I I f1lmffii1Wffiffl I INORGANIC SILTS ANO VERY FINE I --~; 60
0
SANDS, ROCK FLOUR, SILTY OR
10 30 40 50 60 80 90 70 20
A 100
FINE
GRAINED
SOILS
MORE THAN eo % OF MATERIAL 1$
SMALLER THAN NO.
200 SIEVE SIZE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
Ll OUID
.b..I_ll THAN
LIQUID LIMIT
(iREATER THAN
HIGHLY ORGANIC SOILS
NOTES:
I. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE CLASSIFICATIONS.
CL
OL
MH
CJ-1
OH
PT
CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANOY CLAYS, SILTY CLAYS, LEAN CLAYS
ORGANIC SIL T.S AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS
ORGANIC CLAYS OF MEDIUM TO HIGH
PL A STICTY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS
WITH HIGH ORGANIC CONTENTS
2. WHEN SHOWN ON THE BORING LOGS, THE FOLLOWING TERMS ARE USED TO DESCRIBE THE CONSISTENCY OF COHESIVE SOILS AND THE RELATIVE COMPACTNESS OF COHESIONLESS SOILS.
VERY SOFT SOFT MEDIUM STIFF STIFF VERY STIFF HARD
COHESIVE SOILS
(APPROXIMATE SHEARING STRENGTH IN KSFl
LESS THAN . 25 0.25 TO 0.5 0.5 TO 1.0 1.0 TO 2.0 2.0 TO 4.0 GREATER THAN 4.0
COHESIONLESS SOILS
VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE
THESE ARE USuALLY BASED ON AN EXAMINATIOI\I OF SOIL SAMPLES, PENETRATION RESISTANCE, AND SOIL DENSITY DATA.
<so I
~40 <:;:)
~ )...
1..: 30 1:; i:: II) 'I: Q! 20
10
-----0
CH ~ ,v.
z 7
L ..J cb
CL v / v MH 6 OH
v ~'L':"MJ."'7)P' ML a OL
.i'' .. - L_ -
SAMPLES • INDICATES UNDISTURBED SAMPLE I8J INDICATES DISTURBED SAMP~E 0 INDICATES SAMPLING ATTEMPT WITH ND RECOVERY
I INDICATES LENGTH OF CORING RUN
NOTE:
/
DEFINITIONS OF ANY ADDITIONAL DATA REGARDING SAMPLES ARE ENTERED ON THE FIRST LOG ON WHICH THE DATA APPEAR.
UNIFIED SOIL CLASSIFICATION SYSTEM
DAMES 8 MOOIRIE
PLATE A-2
.-.,-
- - - --
,· · ... ··.·
' '
\ 1\.
.,
- ----
---
-
.9"11 @ 'a
CJ1 ~ 0 0 0 0 o ·o 0 0
·'
'·
-.
: ·.
01 0 0 0 0
>
-
.,
-
·,· ·-,.
-. ,. ·i;
:':'· ' . -~ .. - '
_. ,··
. > •
--~ 0 0 0
' ' ~:. .
\
~··
\ ~
' --
--
9NI~09 ... ~
',
"·
\
'
0 0 0 0
'
" ,7.
~ ~ .
1--~
.
,-
.
- -.
\ \
'
~ :.-\
~ \ ~-
'
CJ1 ~ 01 0 0 0 0 0 0 0 0 0
'ld ·os / ·se1
\ ··f\
..
Nl
--
'
" '
0 ·-0'
-. 0
--
~ i\
'
--
-
--
- , . .. . . .. ·-. . -------~- --- ---
--· . -
..
.--
--
~
' ~ f'\
II I
I • • II I I
~
9'a' !< a
1-Vt w 1-
trz·Z 0
0
8 r
-~ Q
0 0 z (/) 0 r
9
a ·J:i!
r ci
f71
'al
01
8 o·
9 o·
z
z
z 0 X rn (/)
\ z 0
.:I:
""' ~ f70
~ ~ 0 0
01 o-o
~ 0
zo·
_o 0 -o-
I I I I I I I I I I I I I I
_I
I I I I
\